100__Mt_Baker_Emergency_Repairs_Plan_Set.pdf

INDEX TO SHEETS

PROJECT MANAGER

R

E N

O R

A I

N

N

ST F

R

I

D

D E P A

T

NTOFT A SP

T T

O

U

TE

ATESO

AM

E R

IC

A

M

SCALE IN MILES

0 5 105

Samish

Bay

S U M A S

M O U N T A I N

F. TEMPORARY TRAFFIC CONTROL

E. DRAINAGE

D. EROSION CONTROL

AND PROFILE(S)

C. TYPICAL SECTION(S), QUANTITIES, PLAN(S)

B. SUMMARIES

A. GENERAL INFORMATION

B. CHON

FOREST

NATIONAL

MT. BAKER

BRITISH COLUMBIA

I D

A H

O

OREGON

UNITED STATES

CANADA

P A

C I F I C

O C

A E

N tS rait ofJuan deFuca

OC

LU

MBIA R

IV

ER

A

SN

KE

R

VERI

M

COLU B

I A

V R I

E R

Lakes

Banks

Lakes

Moses

Reservoir

Potholes

OLYMPIC

NATIONAL

PARK

MOUNT

RAINIER

N.P.

MOUNT

ST. HELENS

NAT'L VOLC.

MON.

NORTH

CASCADES

NATIONAL

PARK

BELLINGHAM

Forks

Aberdeen

Chehalis

Longview

OLYMPIA

TACOMA

SEATTLE

EVERETT

Wenatchee

Lake

Moses

SPOKANE

Pullman

Pasco

RICHLAND

Kennewick Walla Walla

ANGELES

PORT

Townsend

Port Vernon

Mt.

VANCOUVER

WASHINGTON KEY MAP

YAKIMA

u n d o S t e g u

P

Noo ks ac k River

N

STANDARD DRAWINGS

AND DETAILS

TEMPORARY TRAFFIC CONTROL QUANTITIES

STANDARD DRAWINGS

RIPRAP HEADWALL DETAILS

ROCK WEIR DETAIL

CULVERT SEDIMENT RETENTION SILL DETAILS

SIMULATED STREAM CULVERT TREATMENT

BOX CULVERT DETAILS

FSE 1050 MP 1.7 AOP CULVERT

TABULATION OF DRAINAGE QUANTITIES

STANDARD DRAWINGS

SURVEY CONTROL

FSR 1050 MP 1.7

FSR 1130 MP 4.1 & 1144 MP 0.1

FSR 3140 MP 0.5

FSR 31 MP 6.7

TABULATION OF QUANTITIES

SUMMARY OF QUANTITIES

VICINITY MAPS

PLAN SYMBOLS AND ABBREVIATIONS

TITLE SHEET

F.2-5

F.1

E.10-13

E.9

E.8

E.7

E.6

E.3-5

E.2

E.1

D.1-3

C.13

C.11-12

C.8-10

C.5-7

C.2-4

C.1

B.1-2

A.3

A.2

A.1

A.1

STATE PROJECT

NUMBER

SHEET

S u r F t

D c m y fi le s p w p r o d u c ti o n d w a e f1 a a S ig n a tu r e .d g n

WA FS ERFO 2016(1)-20(1)

A

M a r c h

K

H a r r is o n

R

M e a d o w s

C h e c k e d b y

D e s ig n e d b y

FEDERAL HIGHWAY ADMINISTRATION

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

DESIGN DESIGNATION:

SPECIFICATION:

VANCOUVER, WASHINGTON

WESTERN FEDERAL LANDS HIGHWAY DIVISION

PLANS PREPARED BY

PLANS FOR PROPOSED PROJECT

Western Federal Lands Highway Division

Chief of Engineering, WA FS ERFO 2016(1)-20(1)

MT. BAKER EMERGENCY REPAIRS 2016

Lake

Samish

Bay

Bellingham

LENGTH 0.136 MILES

TYPE OF CONSTRUCTION:

WASHINGTON

WHATCOM COUNTY AND SKAGIT COUNTY

MT. BAKER-SNOQUALMIE NATIONAL FOREST

W I L D E R N E S S

M T . B A K E R

Project Location

DATE

MT. BAKER

Lake Baker

MP 1.7

FSR 1050

Bellingham

Samish

Shannon Lake

Lakes Twin

SKAGIT CO.

WHATCOM CO.

Lake Whatcom

Lake Wiser

MP 4.1

FSR 1130

MP 0.1

FSR 1144

FSR 3140

MP 0.5

MP 6.7

FSR 31

drainage and special rock embankment

Grading, aggregate, asphalt paving, e (max)

V

ADT (2038)

ADT (2018)

N/A

VARIES

<100

<100 on Federal Highway Projects, FP-14

Construction of Roads and Bridges

Standard Specifications for

APPROVED:

/s/ Edmond S. Hammontree 02/28/2018

CP GPS

JH

BH

TP

36 31

6 1

36 31

6 1

SEC.

SEC.

EL. 1234.56

E

RIP

G G

W W

DI

T

WESTERN FEDERAL LANDS HIGHWAY DIVISION

DETAIL APPROVED FOR USE 11/2001

REVISED: 9/2005 1/2007 10/2009 10/2014

W101-1

AND ABBREVIATIONS

PLAN SYMBOLS1

J a n u a r y

U

S C m y fi le s p w p r o d u c ti o n d w a e f1 a b .d g n

FEDERAL HIGHWAY ADMINISTRATION

U.S. DEPARTMENT OF TRANSPORTATION

DETAIL

U.S. CUSTOMARY DETAIL

STATE PROJECT

NUMBER

SHEET

A.2 FS ERFO 2016(1)-20(1)ID

DI

T

NO SCALE

- no symbol -wall face

N

W west drwg(s).

dist.

diaph.

diag.

dia.

DHV

D exp. jt.

exc.

EW

ER

EQ or eq.

EP

emb.

elev.

El. 94.16 ft e

E expansion joint excavation edge of water edge of road equation edge of pavement embankment elevation elevation with number superelevation rate east drawing(s) distance diaphragm diagonal diameter design hourly volume diameter galv.

ga.

galvanized gage (gauge)

HW

hex.

hdwl.

high water hexagon headwall ftg.

ft3 ft2 flg.

fin.

footing cubic foot (feet) square foot flange finish jt.

ID

joint inside diameter

LW

lt. or LT

Ls

LPSM

long.

LNFT

lat.

lam.

L low water left length of spiral lump sum longitudinal linear foot (feet) latitude lamination length of curve

NC

N normal crown north

OG

OD

o. to o.

o. c.

original ground outside diameter out to out on center pvmt.

PT

PST

PSC

PS

POT

POS

POC

pl.

PI

PCS

PCC

PC

pavement point of tangent point of spiral to tangent point of spiral to curve point of tangent to spiral point on tangent point on spiral point on curve plate point of intersection point of curve to spiral point of compound curve point of curve rte.

rt. or RT reqd.

reinf.

rdwy.

R/W

R.

R route right required reinforcement roadway right-of-way range radius typ.

Ts

TS

thd.

TBM

T.

T typical tangent distance (spiraled curve) point of tangent to spiral thread temporary bench mark township tangent distance

VPI

vph

V vertical point of intersection vehicles per hour design speed yd3 yd2 cubic yard(s) square yard sym.

STS

struc.

stiff.

stgr.

std.

STA, Sta.

ST

SS

SRS

SQYD

SQFT

spa.

SLRY

shldr.

sec.

SC

SADT

S symmetrical point of spiral to tangent spiral structural stiffener stringer standard station point of spiral to tangent point of spiral to spiral (no curve) point of spiral to reverse spiral square yard square foot spacing, spaces or spaced slurry unit shoulder section point of spiral to curve seasonal average daily traffic south

CUYD

culv.

CUFT

cubic yard(s) culvert cubic foot (feet) mon.

min.

MGAL

max.

matl.

monument minimum thousand gallon maximum material

NOTE:

on the appropriate plan sheet.

Other symbols used in the plans will be shown in a legend 1.

Property Line w/Found Property Corner

Section Corner (Found, Projected)16

Section Line16

Section Corner (Found, Projected)4

Section Line4

Parcel Number

National Park Boundary

National Forest Boundary

National Wildlife Refuge Boundary

Trail

Lake, Pond or Reservoir; Marshland

Spring or Seep

Material Source; Bore Hole; Test Pit

Section Line

Indian Reservation Boundary

Existing Roadway (Road, Paved, Gravel)

Section Corner (Found, Projected)

Large Creek or River

Spot Elevation; Coordinate Grid Tick

Above Ground Tank; Underground Tank

Treeline; Individual Trees

Boulder; Well; Satellite Dish; Grave

Cooking Grate; Garbage Can; Picnic Table

Flagpole; Fire Hydrant

Gas & Water Meter; Gas & Water Valve

Silt Fence

National Boundary

State Boundary

County Boundary

City Boundary

Township or Range Line

BLM Lands Boundary

Railroad

Intermittent Drainage or Small Creek

Control Point (Terrestrial and GPS); Jump Hub θs Ø

∆c spiral central angle diameter curve central angle total central angle approach ahead average daily traffic abutment appr.

AH

ADT

abut.

bearing bridge balance point bench mark back brg.

br.

BP

BM

BK

ctrs.

CS

cont.

constr. jt.

conn.

conc.

col.

CMP

clr.

cc or c. to c.

centers point of curve to spiral continuous construction joint connection concrete column corrugated metal pipe clear centerline center to center mile post main line

M.P.

M.L.

STEAM = steam, T = telephone, TV = CATV, W = water

P = power, SA = sanitary sewer, SD = storm drain, SS = storm sewer, FM = force main, FO = fiber optic, G = gas, IRR = irrigation, O = oil, UP = transformer or junction box, WF = water fountain

EM = electric meter, T = telephone pedestal, TV = CATV pedestal, Light, Support w/Anchor)

Poles (Power, Telephone, Joint Use, EXISTING PROPOSED

Transition

Toe of Fill

Top of Cut

CL

North Arrow

Fence

Gate with Fence

Cattleguard

Guardrail

Retaining Wall

Pipe Culvert (arrow shows flow)

Pipe Culvert with End Section

Pipe Culvert with Headwall

Underdrain

Concrete Barrier

Slope Stake Limits

Pipe Culvert with Drop Inlet

Box Culvert

Delineators

Underground Utilities

Overhead/Above Ground Utilities

Signs (single, double post; portable)

Miscellaneous Utility Features

Building

Right-of-Way Line with Monument

Permanent Easement

Construction Easement

Riprap

Fiber Roll or Wattle

SCALE IN MILES

0 5 105

1000 FT

2500 FT

C a n y re e k

NF

NF 3130

N F-

N F

Kidney Creek

2000 FT

35 miles

Bellingham to

(I-5)

27 miles

Burlington to

W I L D E R N E S S

M T . B A K E R

MT. BAKER

NATIONAL

FOREST

N

VICINITY MAPS

A.3

STATE PROJECT

NUMBER

SHEET

S u r F t m y fi le s p w p r o d u c ti o n d w a e f1 a c .d g n

WA FS ERFO 2016(1)-20(1)

F e b r u a r y

H a r r is

M e a d o

C h e c k e d b y

D e s ig n e d b y

MP 0.5

FSR 3140

MP 6.7

FSR 31

MP 4.1

FSR 1130

MP 0.1

FSR 1144

MP 1.7

FSR 1050

Shannon Lake

Lake Baker

Lakes Twin

SKAGIT CO.

WHATCOM CO.

MT. BAKER

Dexter Ln.

B W R d

FSR 1050, MP 1.7

S k a g it R iv e r

Baker LakeBaker Lake Rd.

NF-11

NF 1140

Park Creek

N F

N F

N F

NF 1131

Boulder Creek

N F

S w if t

C re e k

M o ro v itz

N F 1

FSR 1144 MP 0.1

FSR 1130, MP 4.1

Canyon Creek Rd.

FSR 3140, MP 0.5

FSR 31, MP 6.7

FSR 31, MP 6.7

FSR 3140, MP 0.5

FSR 1130, MP 0.1 FSR 1144, MP 4.1

Creek Rd.

Diosbud

FSR 1050 MP 1.7

Powerline Rd.

Glacier

Concrete

Baker River Rd.

Baker Lake Rd.

Baker Lake Dam Rd.

NF 1106

Baker Lake Rd.

N F

Sheet and Description

Section C Section E

Typical Section Drainage ALLOWANCE Bid

Schedule

A0020 15101-0000 MOBILIZATION LPSM ALL

A0040 15201-0000 CONSTRUCTION SURVEY AND STAKING LPSM ALL

A0060 15301-0010 CONTRACTOR QUALITY CONTROL AND

ASSURANCE LPSM ALL

A0080 15401-0000 CONTRACTOR TESTING LPSM ALL

A0100 15501-0000 CONSTRUCTION SCHEDULE LPSM ALL

A0120 15702-1000 SOIL EROSION CONTROL, TEMPORARY

DIVERSION CHANNEL LPSM ALL ALL

A0140 15705-0100 SOIL EROSION CONTROL, SILT FENCE LNFT 100 100

A0160 15705-1400 SOIL EROSION CONTROL, FIBER ROLL LNFT 721 79 800

A0180 20102-0000 CLEARING AND GRUBBING LPSM ALL

A0200 20401-0000 ROADWAY EXCAVATION CUYD 481 49 530

A0220 20403-0000 UNCLASSIFIED BORROW CUYD 30 5 35

A0240 25101-2300 PLACED RIPRAP, METHOD B, CLASS 3 CUYD 45 5 50

A0260 25201-1000 SPECIAL ROCK EMBANKMENT,

MECHANICALLY-PLACED CUYD 2,500 250 2,750

A0280 30202-1000 ROADWAY AGGREGATE, METHOD 1 TON 474 76 550

A0300 30302-1000 DITCH RECONDITIONING LNFT 226 24 250

A0320 40301-0100 ASPHALT CONCRETE PAVEMENT, TYPE 1 TON 45 15 60

A0340 60103-0000 CONCRETE, HEADWALL(WITH WINGWALLS) EACH 2 2

A0360 60201-0800 24-INCH PIPE CULVERT LNFT 56 4 60

A0380 60220-0000 PRECAST REINFORCED CONCRETE BOX

CULVERT(18 FEET SPAN, 12 FEET RISE) LNFT 30 30

A0400 60706-0000 CLEANING DRAINAGE STRUCTURE EACH 1 1

A0420 62201-0250 DUMP TRUCK, 10 CUBIC YARD MINIMUM

CAPACITY HOUR 40 40

A0440 62201-0900 WHEEL LOADER, 2 CUBIC YARD MINIMUM

RATED CAPACITY HOUR 40 40

A0460 62201-2050 ROLLER HOUR 40 40

A0480 62201-2800 MOTOR GRADER, 8 FOOT MINIMUM BLADE HOUR 40 40

A0500 62201-3150 HYDRAULIC EXCAVATOR, CRAWLER MOUNTED,

1.0 CUBIC YARD MINIMUM CAPACITY WITH

THUMB ATTACHMENT HOUR 40 40

A0520 62201-3750 CHAIN SAW HOUR 40 40

A0540 62301-0000 GENERAL LABOR HOUR 40 40

A0560 62501-0000 TURF ESTABLISHMENT ACRE 0.4 0.1 0.5

A0580 63501-0000 TEMPORARY TRAFFIC CONTROL LPSM ALL

A0600 63701-0000 FIELD OFFICE EACH 1 1

SUMMARY OF QUANTITIES - Schedule A

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

7- M ar -2

8:

A M c:

\m yf ile s\ pw

_p ro du ct io n\ d0

M t B ak er E st im at e-

.x ls x]

Sh ee t

STATE PROJECT

B.1FS ERFO 2016(1)-20(1)WA

SHEET

NUMBER

Sheet and Description

Section C Section E

Typical Section Drainage ALLOWANCE Bid

Schedule

A0620 63704-0000 VEHICLE EACH 2 2

A0640 64703-3010 MITIGATION, ROCK WEIR EACH 5 5

A0660 64703-6000 MITIGATION, FISH PASSAGE BOULDER(28

TO 39" DIAMETER) EACH 6 2 8

A0680 64704-1000 MITIGATION, STREAMBED MATERIAL CUYD 189 11 200

Estimated Quantities

Remarks and/or Determination of Estimated

Quantity

7- M ar -2

8:

A M c:

\m yf ile s\ pw

_p ro du ct io n\ d0

M t B ak er E st im at e-

.x ls x]

Sh ee t (2

SUMMARY OF QUANTITIES - Schedule A

A M E N D

Line Item No.

Pay Item Number Pay Item Description Unit

STATE PROJECT

B.2FS ERFO 2016(1)-20(1)WA

SHEET

TYPICAL QUANTITIES

TABULATION OF

C.1

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 c a .d g n

WA FS ERFO 2016(1)-20(1)

P

F e b r u a r y

C h e c k e d b y

D e s ig n e d b y

FOOTNOTE:

Sheet F.5 for mounting instructions.

See SCR Subsection 107.01A(d) for installation location and [1]

SWPPP ALUMINUM SIGN PANEL

[1]

(adjust text as needed for specific project information)

White Background

Black Foreground

3"

4"C

3"

2"C

2"

2"C

14"

"2

"B2

3'-6"

"8

3IN =

"8

5TH =

"8 1R = 1

BORDER

1:2

TYPICAL SECTION

FOOTNOTE:

[1

Va ria bl e

311+45 to 313+45

FSR 31 MP 6.7

1:2

3% 3%

PLAN QUANTITIES

TYPICAL SECTION

FSR 31 MP 6.7

C.2

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 c b .d g n

WA FS ERFO 2016(1)-20(1)

F e b r u a r y

H a r r is

M e a d o

C h e c k e d b y

D e s ig n e d b y

[1

Sl op e va rie s, 1V:

1H m ax

No turf establishment on special rock embankment.[2]

Construct slopes and ditches as shown in the staking Report.[1]

NO SCALE

C le a r in g l im it C le a r in g l im it

8" compacted depth method 1

Roadway aggregate, limits

Turf establishment

Existing ground

Roadway width 13' (typ.)

Profile grade depth, placed in single lift type I, 3" compacted

Asphalt concrete pavement, m in

See Sheets C.3-4 for details

Special rock embankment

[2]Turf establishment limits

95 1995

P O

T

.0

P C

.4

P T

.7

P C

.3

P C

.3

P C

.4

D

R= 250.00'

Curve= CANCR-2

T= 28.19'

CP

31672

N

Profile grade

PLAN AND PROFILE

FSR 31 MP 6.7

CUYD

EXC.

CUYD

EMB.

314+00313+00312+00311+00

D

Curve= CANCR-3

R= 190.00'

T= 88.50'

L= 165.64'

315+00

P O

T

.0

Existing ground

Ditch reconditioning

12' Right

310+00.00

Tack coat

S a w c u t

Asphalt Aggregateasphalt

Existing

TRANSITION DETAIL

Line to be constructed

Slope stake limits

END TRANSITION

311+70

BEGIN TRANSITION

313+20

ROAD CONSTRUCTION

BEGIN

BEGIN TRANSITION

311+45

END TRANSITION

311+70

BEGIN TRANSITION

311+45

END TRANSITION

313+45

BEGIN TRANSITION

313+20 of pavement

Existing edge

END WORK

BEGIN WORK

e= - 0.03

L= 56.13'

Slope stake limits

Proposed edge of pavement

El=1999.56

E=3016.621

N=2002.223

Curve= CANCR-1

D

R= 800.00'

T= 39.16'

L= 78.26'

311+45.00

313+45.00

END ROAD CONSTRUCTION

K = 99

100' VC

SSD = 1117'

Special rock embankment

(See Sheet C.4 for details)

El.= 1989.46

E= 3145.717

N= 2153.437

LEGEND:

embankment area

Special rock

Ditch reconditioning m a tc h p r o fi le

Fiber rolls

C P

C P

C P

31671

CP

Fiber rolls

C.3

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 c c .d g n

WA FS ERFO 2016(1)-20(1)

a r c h

K

H a r r is o n

R

M e a d o w s

C h e c k e d b y

D e s ig n e d b y match existing roadway

Transition zone -

-5.9192%

,9

.9

-4.9081%

140' VC

K = 99

SSD = 1117'

100' VC

NO SCALE

FOOTNOTE:

WELDED WIRE REINFORCEMENT

PLAN VIEW

LC

F a c e o f

S lo p e

Longitudinal direction

MECHANICALLY PLACED

SPECIAL ROCK EMBANKMENT

Existing ground

12'

Bench Width

8' (min.)

2V

2V xxxxxxxx xxxxxxxx xxxx

Finished face

1H

1H

W9.4 wires on 12" C-C

W9.4 wires on 12" C-C

12"

V :1

H

'-0

" (m in pavement structure

See Sheet C.2 for

P a y i te m l im it s

H

[2] [3]at 4-foot vertical spacing

Welded wire reinforcement class 1, type A (non-woven)

Geotextile filter, class 1, type A (non-woven)

Geotextile filter, LC

DETAIL

MECHANICALLY PLACED

SPECIAL ROCK EMBANKMENT

FSR 31 MP 6.7

B e n c h h e ig h ts m a x

C.4

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 c d .d g n

WA FS ERFO 2016(1)-20(1)

F e b r u a r y e a d o w s b e r t

K r a ig

C h e c k e d b y

D e s ig n e d b y

Provide 10-inch setback from finished face.[3] flatter than 1V:1.25H.

Welded wire reinforcment not required for finished slope faces[2]

See Staking Notes and Cross Sections.[1] mechanically placed

Special rock embankment, [2] [3]at 4-foot vertical spacing

1:

TYPICAL SECTION

FOOTNOTE:

C le a r in g l im itC le a r in g l im it

[1]

Variable

Roadway width 16' (typ.)

embankment m in

FSR 3140 MP 0.5

[1]

Slope varies, 1V:1H m ax.

Turf establishment limits except on special rock Turf establishment limits

1:

2% 2%

Profile grade

See Sheets C.6-7 for details

Special rock embankment.

315+50 to 316+68

12" compacted depth method 1

Roadway aggregate, PLAN QUANTITIES

TYPICAL SECTION

FSR 3140 MP 0.5

NO SCALE

315+30 to 316+95

C.5

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 c e .d g n

WA FS ERFO 2016(1)-20(1)

F e b r u a r y

K

H a r r is o n

R

M e a d o w s

C h e c k e d b y

D e s ig n e d b

0 4975

0 4975

P C .9

P T

.7

P C

.4

P C

.3

P T

.9

P C

.7

-6.2891%

-6.2891%

,0

.0

,0

.1

60' VC

K = 7

SSD = 154'

NOGAP

5001.63

31660.000000

SCARP

Curve= FSR4 D

R= 100.00' T= 44.97'

T= 31.02'

R= 75.00'

D

Curve= FSR2

Curve= FSR3

D

R= 45.00'

T= 8.78'

Edge of shoulder

Line to be constructed

Slope stake limits

N

Profile grade ground

Existing

LEGEND:

Special rock embankment

315+30.00

CANYON RIDGE ROAD

Profile grade

Existing ground

CP

Aggregatesurface

Existing

TRANSITION DETAIL

Slope stake limits p r o fi le

M a tc h e= N/A

L= 84.52'

BEGIN WORK

END WORK

e= N/A

L= 58.83' e= N/A

L= 17.34' culvert

Remove

316+95

CANYON RIDGE ROAD

El=5018.00

E=99794.4

N=49954.8

El=5004.50

E=99968.3

N=49997.0

Remove culvert Install 24" culvert

C u lv e r t

C u lv e r t

PLAN AND PROFILE

FSR 3140 MP 0.5

Install 24" culvert

CUYD

EXC.

CUYD

EMB.

317+50317+00316+50316+00315+50315+00314+50

5010 5003

5011 5004

5012 5005

5013 5006

5014 5007

5015 5008

5016 5009

5017 5010

5018 5011

C.6

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 c f.

d g n

WA FS ERFO 2016(1)-20(1)

F e b r u a r y

K

H a r r is o n

R

M e a d o w s

C h e c k e d b y

D e s ig n e d b y aggregate shoulder

Proposed edge of aggregate shoulder

Existing edge of

Fiber rolls

31402

CP

31401

31402

NE from

160' match existing roadway

Transition zone -

Existing ground

4' a c e o f

S lo p e

Bench Width

8' (min.)

2V

Longitudinal direction

MECHANICALLY PLACED

SPECIAL ROCK EMBANKMENT

LC

x x x x x x x x x x x x x x x x x x x x

Finished face

:1 M a x

1H

W9.4 wires on 12" C-C

12"

W9.4 wires on 12" C-C

P a y i te m l im it s

MECHANICALLY PLACED DETAIL

SPECIAL ROCK EMBANKMENT

FSR 3140 MP 0.5

B e n c h h e ig h ts m a x

Geotextile filter, class 1, type A (non-woven) class 1, type A (non-woven)

Geotextile filter, [2] [3]at 3-foot vertical spacing

Welded wire reinforcement

(m in

2V

1H

C.7

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 c g .d g n

WA FS ERFO 2016(1)-20(1)

F e b r u a r y e a d o w s b e r t

K r a ig

C h e c k e d b y

D e s ig n e d b y

Provide 10-inch setback from finished face.[3] flatter than 1V:1.25H.

Welded wire reinforcment not required for finished slope faces[2]

See Staking Notes and Cross Sections.[1] surfacing detail

See Sheet C.5 for mechanically placed

Special rock embankment, [2] [3]at 3-foot vertical spacing

Welded wire reinforcement

PLAN QUANTITIES

FSR 1144 MP 0.1

FSR 1130 MP 4.1

1:

TYPICAL SECTION

FOOTNOTE:

C le a r in g l im itC le a r in g l im it

[1]

Variable limits

Turf establishment

Roadway width 14' (typ.)

except on special rock

Turf establishment limits m in

' 3%

3%

Profile grade

1:

embankment

12" compacted depth method 1

Roadway aggregate, FSR 1144 MP 0.1 (1147+00 to 1148+00)

FSR 1130 MP 4.1 (115+75 to 116+25)

C.8

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 c h .d g n

WA FS ERFO 2016(1)-20(1)

F e b r u a r y

K

H a r r is o n

R

M e a d o w s

C h e c k e d b y

D e s ig n e d b y

See Sheets C.9 -10 for details

Special rock embankment

115+86 to 116+12

[1]

Slope varies, 1V:1.25H m ax.

0 3485

7.

P T

.4

P C

.6

P T

.3

P T

.5

P C

.6

P T

.0

D

Curve= MALAR-2

R= 525.00'

T= 26.87'

Curve= MORCR-3

R= 435.00'

T= 36.29'

D

CP

11442

Existing ground

Profile grade

Line to be constructed

N

11441

CP

El=3522.89

E=500089.6850

N=200252.0838

El=3526.42

E=500103.0540

N=200300.2634

Recondition ditch

115+75

FSR 1130

116+25

FSR 1130

1148+00

FSR 1144

BEGIN WORK

END WORK

1147+00

FSR 1144

BEGIN WORK

END WORK

PLAN AND PROFILE

FSR 1144 MP 0.1

FSR 1130 MP 4.1

Existing edge of pavement

Line to be constructed limits

Slope stake

BEGIN WORK END WORK

115+75

FSR 1130

116+25

FSR 1130

El=3522.89 El=3526.42

Slope stake limits e = N/A

L= 53.69' e = N/A

L= 72.40'

(see detail sheet C.14)

Special rock embankment

LEGEND:

embankment area

Special rock

P T

.5

Clean drainage structure aggregate shoulder

Existing edge of aggregate shoulder

Proposed edge of aggregate shoulder

Proposed edge of

CUYD

EXC.

CUYD

EMB.

116+00115+00 117+00

C.9

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 c i.

d g n

WA FS ERFO 2016(1)-20(1)

F e b r u a r y

K

H a r r is o n

R

M e a d o w s

C h e c k e d b y

D e s ig n e d b

Aggregatesurface

Existing p r o fi le

M a tc h

TRANSITION DETAIL

El. = Match existing

E=500196.1978

N=200283.6788

El. = Match existing

E=500148.2291

N=200196.0675

Fiber rolls

NOTE:

1. Keep existing profile for FSR 1144 MP 0.1.

Existing ground

4' a c e o f

S lo p e

Bench Width

8' (min.)

2V

2V

Longitudinal direction

MECHANICALLY PLACED

SPECIAL ROCK EMBANKMENT

LC

x x x x x x x x x x x x x x x x x x x x

Finished face

:1 .2 M a x

W9.4 wires on 12" C-C

W9.4 wires on 12" C-C

12"

.5 (m in

Geotextile filter, class 1, type A (non-woven) class 1, type A (non-woven)

Geotextile filter, [2]at 4-foot vertical spacing

Welded wire reinforcement a y i te m l im it s

B e n c h h e ig h ts m a x

1H

1H

C.10

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 c j.

d g n

WA FS ERFO 2016(1)-20(1)

F e b r u a r y e a d o w s b e r t

K r a ig

C h e c k e d b y

D e s ig n e d b y

MECHANICALLY PLACED DETAIL

SPECIAL ROCK EMBANKMANT

FSR 1144 MP 0.1

FSR 1130 MP 4.1

Provide 10-inch setback from finished face.[2]

See Staking Notes and Cross Sections.[1] surfacing detail

See Sheet C.8 for mechanically placed

Special rock embankment, [2]at 4-foot vertical spacing

TYPICAL SECTION

FOOTNOTE:

[1]

Variable 1:2

PLAN QUANTITIES

FSR 1050 MP 1.7

staking Report.

Construct supelevation, slopes and ditches as shown in the [1]

3% 3%

(701+40 to 703+42)

FSR 1050 MP 1.7

[1]

Slope varies, 1V:1.5H (m in.)

C.11

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 c k .d g n

WA FS ERFO 2016(1)-20(1)

F e b r u a r y

K

H a r r is o n

R

M e a d o w s

C h e c k e d b y

D e s ig n e d b y

C le a r in g l im itC le a r in g l im it limits

Turf establishment

Existing ground m in

Profile grade

Turf establishment limits

Roadway width varies (10.5' - 18')

12" compacted depth method 1

Roadway aggregate, Unclassified borrow

.0

.3

120' VC

K = 17

SSD = 214'

,0

.3

+2.33 25%

7.

120' VC

K = 23

,0

.3

Curve= PRDIO4

D

R= 80.00'

T= 40.07'

Curve= PRDIO3

D

R= 50.00'

T= 77.38'

PC 701+75.00

PT

.7

17103

CP

P

CP

17102

PC

.0

P T

.3

P O

T

.8

PC

1+ .8

PT

+39 .0

N

Curve= PRDIO2

D

R= 500.00'

T= 14.07'

PLAN AND PROFILE

FSR 1050 MP 1.7

for culvert details

See drainage Sheet E.2

Profile grade

BEGIN WORK END WORK

701+40 703+42

Slope stake limits

(see Sheet E.2 for details)

Concrete box culvert existing roadway

Transition Zone - match

Centerline drainage channel

El.=999.58

E=994.47

N=1961.72

El.=1006.61

E=1136.18

N=1972.69 e=0.04

L= 28.14' e=0.04

L= 99.71' e=0.04

L= 74.30'

TRANSITION DETAIL

Aggregate Match profile

Existing aggregate

LEGEND:

Existing ground

Removal of pipe culvert aggregate shoulder

Proposed edge of

CUYD

EXC.

CUYD

EMB.

704+00702+50701+00

987 987

990 990

993 993

996 996

999 999

1002 1002

1005 1005

1008 1008

1011 1011

C.12

STATE PROJECT

NUMBER

SHEET

U

S S u r ft m y fi le s p w p r o d u c ti o n d w a e f1 c l.

d g n

WA FS ERFO 2016(1)-20(1)

F e b r u a r y

C h e c k e d b y

D e s ig n e d b y

Fiber rolls

17101 aggregate shoulder

Edge of

POINT

NUMBER NORTH EAST ELEVATION DESCRIPTION

31671 1852.586 2857.644 2007.742 5/8" IR w/fhwa alum cap

31672 2000.000 3000.000 2000.000 5/8" IR w/fhwa alum cap

31673 2215.303 3185.136 1984.730 5/8" IR w/fhwa alum cap

31401 50108.987 100116.886 4979.017 5/8" IR w/fhwa alum cap

31402 50000.013 100000.014 5000.000 5/8" IR w/fhwa alum cap

11441 200000.000 500000.000 3500.000 5/8" IR w/fhwa alum cap

11442 200161.727 500078.879 3515.069 5/8" IR w/fhwa alum cap

17101 1858.772 951.358 992.524 5/8" IR W/FHWA ALUM CAP

17102 2000.000 1000.000 1000.000 5/8" IR W/FHWA ALUM CAP

17103 2036.045 1087.050 1002.349 5/8" IR W/FHWA ALUM CAP

PROJECT :MT Baker Emergency Repairs DATE OF FIELD WORK : Multiple entries

PROJECT UNITS : US SURVEY FOOT

COORDINATE SYSTEM : Assumed and WA North SPCS

VERTICAL DATUM : Assumed & Orthometric

PROJECT COORDINATES

FSR 31 MP 6.7

FSR 3140 MP 0.5

FSR 1144 MP 4.1 & FSR 1130 MP 0.1

FSR 1050 MP 1.7

c:

\m yf ile s\ pw

_p ro du ct io n\ d0

C op y of

M t

B ak er E m er ge nc y R ep ai rs

W

A F

S E

R

FO

6( 1)

-F eb

-2

D es ig ne r

D

C he ck er

D es ig ne d C he ck ed b y:

STATE PROJECT

C.13

SHEET

NUMBER

FS ERFO 2016(1-(20(1)WA

SURVEY CONTROL

REVISED: 10/2016

DETAIL APPROVED FOR USE --/----

WESTERN FEDERAL LANDS HIGHWAY DIVISION

SILT FENCE

W157-1

U.S. CUSTOMARY DETAIL

DETAIL

STATE PROJECT

NUMBER

SHEET

D.1

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FS ERFO 2016(1)-20(1) WA

U S

C c m y fi le s p w p r o d u c ti o n d w a e l1 d b .d g n

O c to b e r

POST AND GEOTEXTILE INSTALLATION DETAIL

SILT FENCE INSTALLATION AT TOE OF FILL

Fi ll slo pe

T o e o f s lo p e

PLAN

ELEVATION

4.

3.

2.

1.

T o e o f s lo p e

Fi ll sl op e

ELEVATION

PLAN

PLAN

PLAN

END DETAIL

END POSTS DETAIL

POSTS AT JOINTS

Varies

Geotextile

Steel or wood post

Backfilled and compacted soil fo r s p a c in g

S e e N o te

Limits of clearing

(undisturbed)

Existing ground

Silt fence reinforcement

NOTE:

Staple or tie

Section B

Geotextile fabric, Tie top of posts together driven tightly together.

Steel or wood posts

Steel or wood post

Staple or tie

Geotextile fabric

Fasten fabric to posts around each post one full turn.

Fold geotextile fabric See Note 3

End Posts Detail

End posts, see

End Posts Detail

End posts, see

See Note 3 fabric, Section A

Geotextile

Flow

Flow

Flow running around the ends.

Curve ends of silt fence upgrade to prevent water from as possible.

Install silt fence to follow the ground contours as closely does not slide down, supporting posts.

All types must ensure silt fence remains attached to, and manufacturer's recommendations for installation procedures.

as long as specified dimensions are satisfied. Follow

Alternate preassembled silt fence options will be allowed m in m in m in

6-foot (max.) spacing without silt fence reinforcement.

10-foot (max.) spacing with silt fence reinforcement.

4" min.

6" min. trench

157-5

STANDARD APPROVED FOR USE 6/2005

DRAFT: 3/2014

REVISED: 6/2007

DIVERSION CHANNELS

TEMPORARY

STATE PROJECT

NUMBER

SHEET

D.2

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FS ERFO 2016(1)-20(1)WA

U S

C c m y fi le s p w p r o d u c ti o n d S td

.d g n

F e b r u a r y

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

PLASTIC LINED DIVERSION CHANNEL

RIPRAP LINED DIVERSION CHANNEL

TEMPORARY CULVERT

DIVERSION CHANNEL

SECTION B-B

SECTION A-A

SECTION A-A SECTION B-B

SECTION B-B

PLAN

W

B

W

B

W

B B

W

T T

Ø when scheduled)

Silt fence (typ.

Roadway embankment

Roadway embankment

Temporary culvert backfill

Subgrade

Bedding

Sandbags

Riprap lining Riprap lining backflow into natural channel

Use sandbags to prevent

Permanent natural channel

Earthwork limits when scheduled)

Silt fence (typ.

See Note 5

Permanent culvert

Roadway centerline temporary barrier

Use sandbags to construct

SandbagsPlastic liner

SSSS

SS SS

D

D D

D

SS

SS

SS SS

1.

2.

3.

4.

5.

FlowFlow

FlowFlow

Plastic liner when scheduled)

Silt fence (typ.

When specified replace the portion of the diversion channel through the roadway embankment with temporary culvert. Compact temporary culvert backfill using one of the methods listed in Subsection 204.11(a).

See Erosion Control Section for temporary culvert diameter, riprap class, channel dimensions and quantities.

Use plastic liner or riprap along the entire length and width of the temporary diversion channel.

Construct channel at a minimum grade of 0.5 percent.

Do not construct with longitudinal joints if using a plastic liner. Bury the upstream edge of the liner a minimum of

A

A

BB

GeotextileGeotextile

Flow

Natural ground and secure with sandbags (typ.)

6" deep and secure with riprap or sandbags.

2'2'

Bury plastic liner 6" deep

2'2'

NOTE:

with plastic liner or riprap

Temporary diversion channel

REVISED: 7/2016

DETAIL APPROVED FOR USE --/----

WESTERN FEDERAL LANDS HIGHWAY DIVISION

W157-17

METHODS

TEMPORARY DIVERSION BERM

U.S. CUSTOMARY DETAIL

DETAIL

STATE PROJECT

NUMBER

SHEET

D.3

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FS ERFO 2016(1)-20(1)WA

U S

C c m y fi le s p w p r o d u c ti o n d w a e l1 d c .d g n

O c to b e r

Existing ground

Water surface elevation

OPTION B

OPTION A

OPTION C

OPTION D

Existing ground

Sandbag (typ.)

Sandbag (typ.)

Sandbag (typ.)

Sandbag (typ.)

Concrete barrier

Concrete barrier

Concrete barrier

Water surface elevation membrane

Waterproof

Water surface elevation membrane

Waterproof

Water surface elevation

Existing abutment or pier elevation (min.)

Top of berm

Existing ground at time of construction

Diverted water level at time of construction

Diverted water level

Existing ground at time of construction

Diverted water level

Limit of work zone

Limit of work zone

Limit of work zone elevation (min.)

Top of berm elevation (min.)

Top of berm at time of construction

Diverted water level

(anchoring method to be approved)

Waterproof membrane m in

4'-6" m in m in

6" (min.) freeboard. Submit temporary stream diversion m in

NOTE:

1 4.

3.

2.

1.

membrane

Waterproof height of the sandbag barrier.

directed. Remove sediment when deposits reach half the berm daily. Repair as needed after rainfall events or as

While in use, inspect and maintain the temporary diversion given time.

Place a maximum of one diversion in the stream at any upper rows of sandbags above the joints in lower rows.

of bottom rows as there are vertical course. Overlap the

Place sandbags to form a pyramid by laying equal numbers plans for approval prior to installation.

minimum height equal to the water surface elevation with

As a minimum, provide a temporary diversion berm with a prefabricated or portable diversion berms, dams, etc.).

methods may be chosen (including any approved during construction operations. Alternate stream diversion

These options suggest configurations for diverting a stream

10.4 x 16 15702 -1000

20301 -1900

25101 -2300

60103 -0000

60201 -0800

60220 -0000

60706 -0000

64703 -3010

64703 -6000

64704 -1000

Station

ES

TI

M

A

TE

D M

A X

IM

U M

C O

V

ER

S

TR

U C

TU

R A L

EX

C A V A

TI

O N

S O

IL

E

R O

S

IO

N C

O N

TR

O

L, TE

PO

R A R Y

D

IV

ER

S

IO

A N

N

EL

R

EM

O V A L

O F

PI

PE

C U

LV

ER

T

PL

A C

ED

R

IP

R A P, M

ET

H O

D B

C

LA

S S

C O

N C R

ET

E, H

EA

D

W A

LL

(W

IT

W

IN

G W

A

LL

S

-I

N C

H P

IP

E

C U

LV

ER

T

PR

EC

A S T

R

EI

N

FO

R

ED

N C R

ET

E B O

X C

U

LV

ER

T

(1

FE

ET

S

PA

N

F

EE

T R

IS

E)

C

LE

A N

IN

G

D R A

IN

A G

E S

TR

U C

TU

R E

M

IT

IG

A

TI

O N

R O

C K W

EI

R

M

IT

IG

A

TI

O N

FI

S H

P A S S A G

E B O

U

LD

ER

TO

9"

IA

M

ET

ER

M

IT

IG

A

TI

O N

S

TR

EA

M

ED

TE

R

IA

L (C

O N

S

ER

V

ED

F R

A N

N

EL

S K

EW

A N

G

LE

A llo w ab le P ip e

M at er ia l (S ee k ey b el ow

B

EV

EL

S

1V :n

H

B

EV

EL

S

1V :n

H

REMARKS

See below for numbered notes

FEET CUYD LPSM EACH CUYD EACH LNFT LNFT EACH EACH EACH CUYD Lt Rt

315+46 1 FSR 3140 MP 0.5

315+50 2 56 28 P None 1 : 2 FSR 3140 MP 0.5

316+30 1 FSR 3140 MP 0.5

316+68 2 50 28 P None 1: 2 FSR 3140 MP 0.5 1147+63 1 FSR 1144 MP 0.1 - 24" culvert 702+38 1 393 1 1 45 2 30 5 6 189 C None None FSR 1050 MP 1.7

PROJECT TOTAL 499 1 3 45 2 56 30 1 5 6 189

Allowable Pipe Material

NOTE: A Aluminum

1. Steel pipe culvert minimum wall thickness is the larger of _0.064" or the thickness required 4. Plastic pipe is not allowed when final installation is exposed. Furnish metal end sectio AS Aluminized steel by the Std. 602-1 fill height table. all plastic pipe including those specified with bevels. See Std. 602-5 for acceptable cell cC Concrete

2. Aluminized steel pipe culvert minimum wall thickness is the larger of _0.064" or the 5. See Std. 602-7 for acceptable concrete cell class. GS Galvanized steel thickness required by the Std. 602-1 fill height table (steel). P Plastic

3. Aluminum pipe culvert minimum wall thickness is the larger of __0.060" or the thickness (blank) Any appropriate material required by the Std. 602-1 fill height table. x/__ Any appropriate material except __

PAY ITEM NUMBER

TABULATION OF DRAINAGE QUANTITIES

c:

\m yf ile s\ pw _p ro du ct io n\ d0

D ra in ag e.

xl sx ]S he et

7- M ar -2

2:

P M

R

M ea do w s 5/

D

C he ck er

5/

D es ig ne d by

C he ck ed b y:

STATE PROJECT

E.1

SHEET

NUMBER

FS ERFO 2016(1)-20(1)WA

Note: The quantities shown hereon are approximate and are subject to field adjustments.

5N

SCALE IN FEET

10 0 10 20 30 40

OUTLETINLETPIPEHYDRAULIC INFORMATION

0 20 40 60 8020406080

LENGTH: 30 ft

PIPE SLOPE: 0.0656 ft/ft

HEADWALL: Conc.

FLOWLINE SLOPE: 0.1414 ft/ft

:1

:1

E.2

STATE PROJECT

NUMBER

SHEET

WA

centerline

New culvert

Existing ground

100 120100120

Flow

Roadway

WALL THICKNESS: NA

HEADWALL: Conc.

Q : 184 CFS

Remove existing 72" dia. culvert

Remove existing 72" dia. culvert

FOOTNOTE:

Proposed channel flowline

SPAN: 18' - 0"Q : 58 CFS HW : 997.10 ft

FS ERFO 2016(1)-20(1)

TYPE: Conc. Box RISE: 12' - 0"

BEVEL: NA

BURIAL DEPTH: 7 ft BURIAL DEPTH: 5 ft

LOWER BEVEL HEIGHT: NALOWER BEVEL HEIGHT: NA

BEVEL: NA

Slope 6.56%

BANKFULL CHANNEL WIDTH: 14.5'

[1]riprap end treatment method B, class 3

Placed riprap, [1]riprap end treatment method B, class 3

Placed riprap, [1]riprap end treatment method B, class 3

Placed riprap, Proposed channel elev. 994.98

Proposed channel elev. 991.29

Q : 163 CFS

INV N/E/EL: 2047.88/1054.57/988.25 INV N/E/EL: 2017.96/1053.73/986.29

Fl ow

PLAN & PROFILE

AOP CULVERT

FSR 1050 MP 1.7

[1] See Sheet E.3 for riprap details.

LC

Slope 14.14%

5' typ.

5'-0"5'-0"

702+39.7, Offset 12.15' RT

702+39.7, Offset 17.78' LT

Profile grade

Unclassified borrow

[1]riprap end treatment method B, class 3

Placed riprap, STATE PROJECT

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d w a e r l6 e b .d g

F e b r u a r y

L e

J

N e ig h o r

C h e c k e d b y

D e s ig n e d b y

4% Roadway aggregate, method 1 weirs per detail Sheet E.6, E.7 and E.8 fish passage boulders, and rock

Install sediment retention sills, headwalls and wingwalls culvert (18' span x 12' rise) with

Precast reinforced

702+39.7 per detail Sheets E.6, E7 and E.8 fish passage boulders, and rock weirs

Install sediment retention sills, material per detail Sheet E.6

Backfill with streambed

TYPICAL ELEVATION

DETAILS

RIPRAP END TREATMENT

BOX CULVERT

NO SCALE

SECTION A-A

E.3

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d w a e r l6 e c .d g n

WA FS ERFO 2016(1)-20(1)

D e c e m b e r

L e

N e ig h o

C h e c k e d b y

D e s ig n e d b y

A

A

Streambed material

Cut-off wall

Streambed material

RIPRAP END TREATMENT

Cut-off wall

Box culvert

Placed riprap, method B, class 3

WingwallBox CulvertWingwall

Placed riprap, method B, class 3 m in m in geotextile, class 1, type C

Separation and stabilization geotextile, class 1, type C

Separation and stabilization

5' min.

m in

NOTE:

2.

1.

beneath and at all side of placed riprap.

Place earthwork geotextile between riprap and existing, Separation and stabilization geotextile is subidiary to 251.

Finish grade at face of wall

Factored bearing resistance: 10,000 lbs/SQFT

Unit weight: 125 lbs/cu. ft.

SOIL:

of any bar shall be 2-inches.

(ASTM, A615) grade 60. The minimum concrete cover to the face

All reinforcing steel shall conform to AASHTO M31, deformed

REINFORCING STEEL:

-inch.4 3Chamfer all exposed edges with minimum 28-day design compressive strength f'c=4500 psi.

All concrete shall be structural concrete, class A(AE)

CONCRETE:

HL-93.

LIVE LOAD:

Concrete: 150 lb per cubic foot.

DEAD LOAD:

drawings for review by the CO. See section 104.

dimensions, lines, and grades shown in the plans. Provide shop sills, cut off walls, headwalls, wingwalls, and cut-off walls to the

Contractor shall provide precast concrete box culvert, retention

ASSHTO LRFD Bridge Design Specifications, latest edition.

FP-14 (U.S. Customary).

Construction of Roads and Bridges on Federal Highway Projects, Federal Highway Administration Standard Specifications for

Detail is for general information only.

CONSTRUCTION:

Box invert

Bottom of Box

Top headwall

Box crown

CONNECTION PLATE DETAIL

Bottom of Cutt-off Wall

SHEET 1 of 2

STRUCTURE DETAILS

BOX CULVERT

NO SCALE

SECTION A-A SECTION B-B

J a n u a r y

L e

N e ig h o

C h e c k e d b y

D e s ig n e d b y

STATE PROJECT

NUMBER

SHEET

WA ERFO 2016(1)-20(1) E.4

I n t_ ft m y fi le s p w p r o d u c ti o n d w a e r l6 e d .d g n

6'-0"6'-0"

(per manufacturer)

Wire mesh sections (typ.)

manufacturer between precast

Install tie rods or connector plates per

Install tie rods or connector plates per manufacturer between precast sections (typ.)

Weep holes per manufacturer

12" depth material, Bedding install connector plates per manufacturer along culvert and wingwall joint (typ.), and

Water tight grout and mastic wrap

A

A

B B plates (typ.)

connection

Embedded ty p

30"-0"

BOX CULVERT PLAN

10" (min.)

(4' min.)

spacing per manufacturer

Watertight box joint along both sides (typ.)

" Bevel2 1" x 22

12 along both sides

" Bevel2 1" x 22 and wingwall joint wrap along culvert

Grout and mastic plate assembly

Welded connection wingwall concrete

Precast culvert concrete

Precast

Headed stud

10" (min.) Base slab

12" depth (min.)

Bedding material, provide dimensions per shop drawings.

Dimensions shown on plans are nominal dimensions, SECTION PROFILE

1.

2.

3.

E.5

STATE PROJECT

NUMBER

SHEET

B .B a s e .U

S c m y fi le s p w p r o d u c ti o n d

W o r k d d .c e l

WA FS ERFO 2016(1)-20(1)

M a y

C h e c k e d b y

D e s ig n e d b y

SHEET 2 of 2

STRUCTURE DETAILS

BOX CULVERT

BOX CULVERT BEDDING DETAIL

10"

15°

WATERTIGHT BOX JOINT SECTION

foam gasket Closed cell

DETAIL

HEADWALL AND CUTOFF WALL

Headwall (per precast culvert manufacturer)

Headwall (per precast culvert manufacturer) precast culvert manufacturer)

Cutoff wall (per

NOTE:

V a r ie s

2'-6" max.

Span + 4'

Bedding material

R is e

Span Thickness in 6" lifts

Soil compacted

Bedding material, 12" depth

Cutoff wall (per precast culvert manufacturer)

"2 14"8 ref.

rope

" mastic 4

" gap2

Non-shrink grout

"4 14 " ref.8 top and sides only

(outside joint) on mastic joint wrap

Grout and 9" wide

Inside face of box culvert box culvert

Outside face of

10"

18' Span

R is e

R is e

1.5 inches or greater than 2.0-inches.

concrete cover over the reinforcing steel shall not be less than reinforcing meeting the requirements of AASHTO LRFD Section 5.

Reinforcing for headwall and cutoff walls shall be welded wire recommendations.

Dowels shall be installed in accordance with the manufacturers

Fill dowel holes with polymer mortar.

spaced 2'-6" (max.)

No. 8 dowels

3" dia. holes with spaced 2'-6" (max.)

3" dia. holes with No. 8 dowels spaced 2'-6" (max.)

3" dia. holes with No. 8 dowels spaced 2'-6" (max.)

3" dia. holes with No. 8 dowels

TREATMENT

STREAM CULVERT

SIMULATED

LOCATION

(FT)

X

(CUYD)

COBBLE

STREAMBED

(CUYD)

SEDIMENT

STREAMBED

(CUYD)

STONE

BANK

GRADATION

COBBLE

STREAMBED

(FT)

W

MITIGATION

FISH PASSAGE BOULDER

(IN)

DIA. NO.

FSR1050 MP 1.7 10 14.5

[4]STREAMBED MATERIAL

TOTAL

E 98 9 10145

E.6

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d w a e r l6 e f.

d g n

WA FS ERFO 2016(1)-20(1)

a r c h

L e

N e ig h o

C h e c k e d b y

D e s ig n e d b y

SECTION A-A

PLAN

NOTE:

FOOTNOTE:

W

Streambed sediment

Streambed cobble

Box culvert wall

Channel flowline

Streambed sediment

Streambed top

LC

Flow

BB

A

W

X (typ.)

NO SCALE

[1]Channel flowline

B u ri a l d e p th

[2]Bank stone

[2]Bank stone

A

Flow

SECTION B-B

(typ.)

36" min.

Streambed cobble

Culvert outlet

Streambed sediment plan sheet or Length on

4'

LC

outlet

Culvert streambed cobble, and bank stone gradations.

See special contract requirements for streambed sediment, Mix streambed cobbles evenly throughout streambed sediment.

2.

1.

X (typ.)

where specified on plan per detail Sheet E.7

Sediment retention sill boulder

Fish passage boulder

Fish passage per detail Sheet E.7

Sediment retention sill per detail Sheet E.7

Sediment retention sill

Culvert wall

[3] matching rock weir spacing

Fish passage boulder each side

Sheet E.8

Rock weir per detail

See Subsection 703.18 for gradation[5]

Streambed Material.

Informational quantities are incidental to ITEM 64704-1000 [4] dimension.

smallest 4 3 Embed fish passage boulders within active channel [3] sediment where listed in the infill quantities table.

Construct well defined banks with bank stone and streambed[2] parabolic shape.

Slope streambed aggregate towards flowline to ensure[1]

[5] detail Sheet E.8

Rock weir per

[2]Bank stone

H

CROSS-SECTION

PRECAST BOX CULVERT

SEDIMENT RETENTION SILLS

LC

DETAIL

CONCRETE SILL

Flow

DETAILS

SEDIMENT RETENTION SILL

CULVERT

retention sill

Top of sediment

2 - #5

12"

1 row alternate sides

2 - #5

1" threaded inserts (typ.)

#5 @ 1'-6" with inserts (typ.)

1" threaded

1" threaded inserts (typ.)

c l.

2" cl.

D

V a r ie s

D

LOCATION (IN)

B

(IN)

(NO.)

Min.

SRS

(IN)

Max.

X

MITIGATION

SEDIMENT RETENTION SILLS (SRS)

FSR 1050 MP 1.7 3 18 8 10 FOOTNOTE:

SRS away from seems

X Dimension may be varied +/- 6-inches as needed for locating [1]

[1]X

E.7

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d w a e r l6 e g .d g n

WA FS ERFO 2016(1)-20(1)

F e b r u a r y

L e

N e ig h o

C h e c k e d b y

D e s ig n e d b

(in)

DIAMETER

FOOTER ROCK

TOP ROCK AND

(no.)

QUANTITY

ROCK WEIR

MITIGATION

ROCK WEIR

(ft)

B

(ft)

Z

(ft)

W

LOCATION

DETAIL

ROCK WEIR

FSR 1050 MP 1.7 (INSIDE CULVERT)

FSR 1050 MP 1.7 (OUTSIDE CULVERT)

E.8

STATE PROJECT

NUMBER

SHEET

I n t_ ft m y fi le s p w p r o d u c ti o n d w a e r l6 e h .d g n

WA FS ERFO 2016(1)-20(1)

N o v e m b e r

L e

N e ig h o

C h e c k e d b y

D e s ig n e d b y

14.5 1.75 [5]0 3

14.5 28 4

Flow

F lo wA

A

ELEVATION

PLAN

SECTION A-A

NO SCALE

FOOTNOTE:

Align footer rocks flush against bed retention sills inside culvert. [5] and stable foundation for the top rocks.

Place footer rocks close together to create a tightly packed[4] streambed material.

Fill voids in top rock and footer rock with specified[3]

Space top rocks in center 1/3 only.[2]

Orient top rocks to deflect water towards center of stream.[1]

[4] [3]Footer rock

Z

D o w n s tr e a m f r o m c o n tr o l)

Top rock

Bottom of channel

Bottom of channel

[4] [3]Footer rock high water level

Ordinary normal low flow

Edge of water

Control point

[2] [1] [2] [1]

[2]

[3] [2]Top rock

[2]

[2] [2] [2]

[2] streambed material elevation or top of

Original streambed

[4] [3]Footer rock

[3]Top rock water level

Ordinary high

BWB

B B W3 1 W 3

1W3

W3

DISAPATOR

RIPRAP ENERGY

RIPRAP ENERGY DISAPATOR

E.9

STATE PROJECT

NUMBER

SHEET

U

S S u r

D c m y fi le s p w p r o d u c ti o n d w a e r l6 e i.

d g n

WA FS ERFO 2016(1)-20(1)

F e b r u a r y

L e

N e ig h o

C h e c k e d b y

D e s ig n e d b y

NO SCALE

P ip e a r c h s p a n

:1

:1

Existing ground

PLAN

ELEVATION

Varies

V a r ie s specical rock embankment

Mechanically placed rock for Geotextile, filter class 1, non-woven, type A

Geotextile, filter class 1, non-woven, type A

Culvert

Culvert special rock embankment

Mechanically placed rock for

Slope varies

METAL ROUND PIPE CULVERT

METAL PIPE ARCH CULVERT

FILL HEIGHT AND METAL THICKNESS TABLE FOR HELICAL LOCKSEAM AND WELDED SEAM PIPE CULVERT

FILL HEIGHT AND METAL THICKNESS TABLE FOR HELICAL LOCKSEAM AND WELDED SEAM PIPE CULVERT

STEEL ALUMINUM

EQUI-

VALENT

DIAMETER

MINIMUM

CORNER

RADIUS

MINIMUM

COVERSPAN x RISE

PIPE ARCH

SIZE

PIPE ARCH

SIZE

SPAN x RISE

EQUI-

VALENT

DIAMETER

MINIMUM

CORNER

RADIUS

MINIMUM

COVER

MINIMUM

COVERDIAMETER

PIPE

SIZE

PIPE

SIZE

DIAMETER

MINIMUM

COVER

ALUMINUMSTEEL

When directed, camber pipe culverts upward from a chord through the inlet and outlet inverts an ordinate amount equal to 1% of the pipe length. Develop camber on a parabolic curve. If the midpoint elevation on the parabolic curve as designed exceeds the elevation of the inlet invert, reduce the amount of camber or increase the pipe culvert gradient.

602-1

STANDARD APPROVED FOR USE 12/1993

REVISED: 4/1994 6/2005

METAL PIPE CULVERT

Fill heights exceeding 100 feet require

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

0.060/160.075/140.105/120.135/10 0.164/8 0.060/160.075/140.105/120.135/10 0.164/8

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)INCHES INCHES

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS 5" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

0.064/160.079/140.109/120.138/10 0.168/8 0.064/160.079/140.109/120.138/10 0.168/8 0.064/160.079/140.109/120.138/10 0.168/8

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)INCHES

INCHES

INCHES

142 x 91

137 x 87

128 x 83

117 x 79

112 x 75

103 x 71

95 x 67

87 x 63

83 x 57

81 x 59

77 x 52

73 x 55

71 x 47

66 x 51

64 x 43

60 x 46

57 x 38

49 x 33

42 x 29

35 x 24

28 x 20

24 x 18

21 x 15

17 x 13

INCHES

INCHES

3.5

INCHES

" CORRUGATIONS2

1" x 3

22 3" x 1" CORRUGATIONS

METAL THICKNESS (INCH/GAGE)

5" x 1" CORRUGATIONS

0.064/160.079/140.109/120.138/10 0.168/8 0.079/140.109/120.138/10 0.168/8 0.079/14

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)

0.109/120.138/10 0.168/8

INCHES INCHES INCHES

103 x 71

95 x 67

87 x 63

81 x 59

73 x 55

66 x 51

64 x 43

60 x 46

57 x 38

49 x 33

42 x 29

35 x 24

28 x 20

24 x 18

21 x 15

17 x 13

INCHES

3.5

" CORRUGATIONS2

1" x 3

METAL THICKNESS (INCH/GAGE)

3" x 1" CORRUGATIONS

0.135/100.105/120.075/14

MAXIMUM FILL HEIGHT ABOVE TOP OF PIPE (FEET)

0.060/160.135/100.105/120.075/140.060/16

STATE PROJECT

NUMBER

SHEET

E.10

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FS ERFO 2016(1)-20(1)WA

B o r d e r .U

S c m y fi le s p w p r o d u c ti o n d F L

H C e ll s .d g n li b

F e b r u a r y

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

1.

2.

3.

4.

special analysis by the CO.

The fill heights in the table are for helical lockseam and welded seam pipe only.

Fill heights for culvert pipe with annular corrugations are more restrictive than those of helical lockseam and welded seam pipe.

Obtain approval before furnishing annular corrugation pipe.

Measure minimum cover from the top of the pipe culvert to the subgrade for flexible pavements, and to the top of the pavement for rigid pavements. Measure maximum fill height from the top of the pipe to the top of the pavement for both flexible and rigid pavement.

ROUND PIPE

DIAMETER

PIPE ARCH

SPAN × RISE

CORRUGATION

[1] Fabricate annular, helical and semi-corrugated type coupling bands from the same metal as

[2] For helically corrugated pipe with rerolled ends, the nominal corrugations size refers to the dimension of the end corrugation in the pipe.

COUPLING BANDS FOR METAL PIPE CULVERT [1]

[3] Use annular corrugated bands with pipes having annular corrugations or with helical pipe the connecting pipe. Provide coupling bands not more than 3 nominal sheet thicknesses

ANNULAR

CORRUGATED

HELICALLY

CORRUGATED

BANDS [4]

SEMI-

CORRUGATEDSIZE [2]

BANDS [3] BANDS [5]

602-2

STANDARD APPROVED FOR USE 12/1993

REVISED: 4/1994 6/2005

MINIMUM BAND WIDTH (INCHES)

1 × 2

1 × 3

3 × 1

5 × 1 78 to 144

36 to 72

78 to 144

36 to 72

78 to 84

42 to 72

12 to 36

87 × 64 to 142 × 91

60 × 46 to 81 × 59

87 × 64 to 142 × 91

60 × 46 to 81 × 59

49 × 33 to 83 × 57

17 × 13 to 42 × 29

10.5

10.5

10.5

10.5

10.5

10.5

10.5

INCHESINCHESINCHES

COUPLING BAND

METAL PIPE CULVERT

" corrugations. A 12 inch band is acceptable on pipe ends 2 1" × 3

2pipe ends rerolled with 2 corrugations on rerolled pipe ends.

STATE PROJECT

NUMBER

SHEET

E.11

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FS ERFO 2016(1)-20(1)WA

U S

C c m y fi le s p w p r o d u c ti o n d w a e r l6 e k .d g n

J a n u a r y

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

1.

2.

SMOOTH SLEEVE BAND FLAT BAND

SEMI-CORRUGATED BAND

HELICAL BANDANNULAR BANDSTANDARD BAND CONNECTIONS

SLEEVE JOINT

SIDE VIEW SIDE VIEW SIDE VIEW

END VIEW

END VIEWEND VIEW

Oval Lug

Band Angle

Bar & Strap

Integral Flange Wedge and Strap

Smoother sleeve with center stop.

Stab type joint

W

Band Band

Band Bolts

Pipe

Band

Bolts

Angle

Pipe

BandBand

Bolts

Pipe heel and toe of angle of corrugation at fillet weld at crest

Rivet, spot weld, or

Angle

Wedge

Watertight pipe joints are not required unless specified in the Special Contract Requirements.

Other types of coupling bands or fastening devices that comply with the joint performance criteria of AASHTO Standard specifications for

Highway Bridges, Division II Section 26 may be used.

of corrugation at heel and toe of angle

Rivet, spot weld, or fillet weld at crest strap connector

Bolt, bar and

Band corrugation in pipe end with second annular around band meshes

Continuous corrugation

W

BoltsBand

WW

rerolled with 3" × 1" pipe corrugations.

having rerolled end to form annular corrugations. A 10.5 inch band is acceptable on steel or 0.048 inch for aluminum. Fasten coupling bands with the following diameter of bolt:

thinner than the thickness of the pipe to be connected, and no thinner than 0.052 inch for or 0.036 inch for aluminum, or a plastic with an equivalent strength to metal.

Use a matching metal having a nominal thickness of not less than 0.040 inch for steel, Smooth sleeve-type couplers and flat bands may be used for pipe diameters of 12" or less.

"2 1" × 3

2The minimum band widths shown for 3" × 1" and 5" × 1" corrugated sizes apply to 2 diameter, required above 42" diameter

Second angle connection optional to 42" diameter, required above 42" diameter

Second angle connection optional to 42"

NOTE:

underdrain [6]

[4] Use helical corrugated bands with pipes having helically corrugated ends.

[5]

[6]

" for 18" round culvert (21" × 15" pipe arch) or less8

" for 21" round culvert (24" × 18" pipe arch) or more2

LEGEND:

BEDDING DEPTH

MINIMUM SPACING

SPACING

DIAMETER

or SPAN

PIPE SIZE (H) DEPTH

602-3

STANDARD APPROVED FOR USE 12/1993

DRAFT: 10/2017

REVISED: 4/1994 6/2005

> 54"

12" to 54"

6"

4"

UP to 48"

48" and UP

24" span or 36", PIPE CULVERT BEDDING

METAL AND PLASTIC

STATE PROJECT

NUMBER

SHEET

E.12

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

FS ERFO 2016(1)-20(1)WA

B o r d e r .U

S c m y fi le s p w p r o d u c ti o n d F L

H C e ll s .d g n li b

F e b r u a r y

FEDERAL LANDS HIGHWAY

U.S. CUSTOMARY STANDARD

STANDARD

When directed, camber pipe culverts upward from a chord through the inlet and outlet inverts an ordinate amount equal to 1% of the pipe length. Develop camber on a parabolic curve. If the midpoint elevation on the parabolic curve as designed exceeds the elevation of the inlet invert, reduce the amount of camber or increase the pipe culvert gradient.

H equals the diameter of all round pipe culverts or the rise dimension of all pipe arch culverts.

See Section 704 for bedding and backfill requirements.

1.

2.

3.

Construct piping plug of impermeable backfill material at the pipe culvert inlet where granular material is used for backfill. Width may be adjusted to tie into impervious material.

MULTIPLE PIPE INSTALLATION

PIPING PLUG

BELOW NATURAL GROUND OR

TRENCH EXCAVATION IN EMBANKMENT

ON UNSTABLE MATERIAL

ABOVE AND BELOW

NATURAL GROUND

ON NATURAL GROUND

ABOVE NATURAL GROUND

ON UNYIELDING MATERIAL

PIPE BEDDING

ELEVATION

SECTION A-A

Bedding material (uncompacted)

Impermeable backfill material.

Roadway embankment Roadway embankment

Natural ground

Toe plate Toe plate

Natural ground Natural ground

Roadway embankment

Roadway excavation

Natural ground

H

Width

H H

H H

H H

H H

H

H

H

Finished subgrade Finished subgrade

Natural ground

Finished subgrade

Pipe culvert

Embankment slope

High water elevation treatment

Culvert end

Piping plug before trench excavation embankment height

Finished subgrade or

Original natural ground surface

A

A

Finished subgrade

Roadway embankment

Roadway embankment

Finished subgrade trench excavations

Embankment material placed in layers

Compacted backfill material placed in layers not backfill in accordance with Section 614.

depth table

See bedding excavation in trench

HH

compact in layers not over compressible material. Lightly and replace with selected fine

Remove unyielding material fill material properly compacted with approved granular foundation firm bearing soil and replace

Remove unstable material to

Bedding

Bedding

Bedding

Bedding

H

Half diameter or whichever is less

(see table)

Minimum spacing or Span

Diameter or Span

Diameter section

Metal endMetal end section or 36" (max.) for embankment installations not exceeding 6" compacted depth.

exceeding 6" compacted depth; or lean concrete

18" (min.)

6" in uncompacted depth.

* Reduce to 18" for

2'-0" ±

1'-0" ±

18" ±

18" ±18"±

(min.)

6"

(min.)

6"

12" (min.), 24" (max.)

"/foot of cover,2 minimum

1'-0"

NOTE:

2H or 12' (max.)

2H or 12' (max.) 2H or 12' (max.) 2H or 12' (max.) 2H or 12' (max.)

2H or 12' (max.)2H or 12' (max.)

2H or 12' (max.) 2H or 12' (max.)

CONCRETE ROUND PIPE CULVERT

FILL HEIGHT AND PIPE CLASS TABLE

BEDDING DEPTH

SIZE

PIPE

MINIMUM SPACING

EMBANKMENT TRENCHDIAMETER

DEPTHPIPE SIZE (H)

CLASS VCLASS IVCLASS IIICLASS II

TRENCH

CLASS VCLASS IVCLASS IIICLASS II

EMBANKMENT

602-7

STANDARD APPROVED FOR USE 12/1993

DRAFT: 6/2008

REVISED: 4/1994 6/2005